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20100129 Stormwater Site Plan 062210PRELIMINARY STORMWATER SITE PLAN FOR AMERICA'S CREDIT UNION YELM BRANCH YELM, WASHINGTON MAY 2010 Prepared For: America's Credit Union P.O. Box 33338 Fort Lewis, WA 98433 Prepared By: Timothy D. Holderman, P.E., Principal REPORT #1014.10 This analysis is based on data and records either supplied to or obtained by Sound Engineering, Inc. These documents are referenced within the text of the analysis. This analysis has been prepared utilizing procedures and practices within the standard accepted practices of the industry. SOUND ENGINEERING, INC. ~~~~~~~ IlJiv ~. ~ vir B Y- -------------------- TABLE OF CONTENTS 1.0 Project Overview ...................................................... 1.1 Project Location and Minimum Requirements ..... 1.2 Project Description ................................................ 2.0 Existing Conditions Summary ................................... 3.0 Off-Site Analysis ....................................................... 4.0 Permanent Stormwater Control Plan ......................... 4.1 Pre-developed Site Hydrology ............................... 4.2 Developed Site Hydrology .................................... 4.3 Performance Standards and Goals ......................... 4.4 Flow Control System ............................................. 4.5 Water Quality System ............................................ 4.6 Conveyance System Analysis and Design ............. 5.0 Discussion of Minimum Requirements ..................... 6.0 Operation and Maintenance Manual ........................... 7.0 Special Reports and Studies ....................................... 8.0 Bond Quantities Worksheet ........................................ Appendixr A General Exhibits A-1 A-2 A-3 A-4 Appendix B Appendix C C-1 C-2 Appendix D D-1 D-2 Vicinity Map Assessors Map Soil Map Soils Description Geotechnical Report Water Quality Treatment Water Quality Calculations Contech Stormwater Solutions stormfilter details Basin and Infiltration Trench Calculations Basin Maps WWHM calculations Page ...........1 ..........1 .......... 3 ..........3 ..........4 ..........4 ..........4 ..........4 ..........6 ..........6 .......... 7 .......... 8 1.0 PROJECT OVERVIEW 1.1 Project Location and Minimum Requirements This report has been prepared as part of requirements for Site Plan Review for the America's Credit Union Yelm Branch project, as submitted to the City of Yelm. The site address is 415 E Yelm Ave, Ye1m WA, 98567 Legal Description of Property: That portion of the southeast quarter of the southwest quarter of Section 19, Township 17 north, Range 2 east of the Willamette Meridian, described as follows: Beginning at the most northerly corner of tract conveyed to Oscar C. Swanson and wife by deed recorded under Recording No. 384965, being a point on the southerly line of Yelm Avenue, 197 feet, more or less, northwesterly of its intersection with the east line of said subdivision; Thence northwesterly along said southerly line of Yelm Avenue 120 feet, more or less, to the northeast corner of tract conveyed to Axel Carlson and wife by deed recorded in Volume 199 of Deeds, page 632; Thence southwesterly along the easterly line of said Carlson tract and along the easterly line of tract conveyed to Axel Carlson and wife by deed recorded in Volume 135 of Deeds, page 17, a distance of 345.3, more or less, to the northwesterly corner of said Swanson tract; Thence along the boundary of said Swanson tract easterly 142 feet, more or Less, and northeasterly 235 feet, more or less, to the point of beginning; Excepting therefrom that portion conveyed to the City of Yelm by instrument recorded under Recording No. 3418624; In Thurston County, Washington. Parcel No.: 22719342800 Property Zoning: C-1 See the associated topographic boundary survey as submitted with the plan set. Also see the vicinity map provided within Appendix `A'. J All storm drainage requirements have been designed according to the 200.1 Stormwater Management ~Llanual for Western Washington. Stormwater runoff from the developed site will be collected and conveyed via tightlined systems to one of four infiltration trench beds. Prior to release into the trenches, pollution generating surface runoff is designed to be conveyed through the required "Contech" Stormwater Solutions stormfilter catch basins. Minimum requirements as listed in Volume 1 of the 2005 Stormwater Management Manual for Western Washington are: I. Preparation of Stormwater Site Plans 2. Construction Stormwater Pollution Prevention (SWPPP) 3. Source Control of Pollution 4. Preservation of Natural Drainage Systems and Outfalls 5. On-site Stormwater Management 6. Runoff Treatment 7. Flow Control 8. Wetlands Protection 9. Basin/Watershed Planning %~ 2 10. Operation and Maintenance 1.2 Project Description The proposal is to construct a 4,380 square fooC credit union building. The total site area is 38,045 square feet (0.78 acres). The development will include stormwater facilities, utilities, roadways, parking areas, and landscaped areas. The proposed storm drain system onsite has been broken into four sub basins which will collect and convey all pollution generating stormwater runoff from the paved areas , for water quality treatment to stormfilter catch basins by Contech Storrnwater Solutions, then to the associated infiltration beds. Runoff from non-pollution generating surfaces will be collected and conveyed directly to the associated infiltration beds. 2.0 EXISTING CONDITIONS SUMMARY The project parcel is bordered to the north by East Yelm Ave (SR 507) and to the east, west, and south by residential properties. The majority of the site is relatively flat (scopes of <1%). The southwest corner of the site slopes 2% to 3%. An existing residence with detached garage is located in the north and central portions of the site. An abandoned shed is located in the south portion of the site. Vegetation in the north and central portions of the site consists of lawn grass, ornamental trees and shrubs, and fruit trees. Conifer trees are along the west boundary of the site and Lombardy Poplars are located in the south portion of the site. Due to the flat topography of the site the majority of the a ~~ ' runoff infiltrates onsite, with a small portion of the runoff sheet flowing to the southwest corner. A Geotechnical study was performed by E3RA, Inc., see Appendix `B'. 3.0 OFF-SITE ANALYSIS Due to the flat topography of the site and the highly permeable soils found onsite, it is likely that much of the existing runoff infiltrates and is conveyed via subsurface flows. 4.0 PERMANENT STORMWATER CONTROL PLAN 4.1 Pre-developed Site Hydrology In the pre-developed condition, the site is mostly flat, sloping slight (2% to 3%) in the southwest corner. The majority of the runoff likely is infiltrated onsite. 4.2 Developed Site Hydrology The developed site is broken into four sub basins: The first sub basin (Sub Basin 1) is located in the northwest section of the site. Stormwater runoff generated by roadway, sidewalk, and parking areas wilt be collected and conveyed to a Contech Stormwater Solutions Stormfilter catch basin housing one cartridge for water quality treatment. Flow is then conveyed to infiltration trench bed #1 which is a 63' long x 6' wide trench. Roof runoff from the building will also be conveyed to bed #1, bypassing the Stormfilter catch basin since it does not require treatment. The second sub basin (Sub Basin 2) is located in the southwest section of the site. Stormwater runoff generated by roadway, sidewalk, and parking areas will be collected ~~~ a and conveyed to a Contech Stormwater Solutions Stormfilter catch basin housing one cartridge for water quality treatment. Flow is then conveyed to infiltration trench bed #2 which is a 40' long x 6' wide trench. Runoff from the landscaped area will be collected via a yard drain then conveyed to bed #2, bypassing the Stormfilter catch basin since it does not require treatment. The third sub basin (Sub Basin 3) is located in the southeast section of the site. Stormwater runoff generated by roadway, sidewalk, and parking areas will be collected and conveyed to a Contech Stormwater Solutions Stormfilter catch basin housing one cartridge for water quality treatment. Flow is then conveyed to infiltration trench bed #3 which is a 35' long x 6' wide trench. Runoff from the landscaped area will be collected via a yard drain then conveyed to bed #3, bypassing the Stormfilter catch basin since it does not require treatment. The fourth sub basin (Sub Basin 4) is located in the northeast section of the site. Stormwater runoff generated by roadway, sidewalk, and parking areas will be collected and conveyed to a Contech Stormwater Solutions Stormfilter catch basin housing one cartridge for water quality treatment. Flow is then conveyed to infiltration trench bed #4 which is a 13' long x 6' wide trench. Roof runoff from the drive-thru canopy will also be conveyed to bed #4 as well runoff from the landscaped area. Both the roof and landscape runoff will bypass the Stormfilter catch basin since it does not require treatment. See Appendix 'C' for water quality calculations and Stormfilter details; see Appendix `D' for basin exhibits and trench calculations. ~~ 5 ^~ 4.3 Performance Standards and Goals Infiltration trench bed facilities will be implemented in accordance with minimum requirement #5 On-site Stormwater Management Vol. 1 sec. 2.5.5 of the 2005 D.O.E. Stormwater Management Manual for Western Washington. Contech Stormwater Solutions Stormfllter facilities will be implemented in accordance with minimum requirement #6, Runoff Treatment Vol. 1 sec 2.5.6 of the above referenced manual. This satisfies the required "Basic treatment" facilities per Vol. 1 sec. 4.2. 4.4 Flow Control System Storm runoff generated by proposed impervious surfaces onsite is designed to be infiltrated within the previously discussed infiltration trench beds. Doing so satisfies on- site stoimwater management requirements for flow control. Three test pits were dug in the north, central, and south portions of the site to accurately analyze the groundwater elevations throughout the site. No evidence of groundwater was observed in any of the test pits, ail of which extended down to a depth of 9 feet. Note that the site is located outside of the Thurston County High Hazard Groundwater area (see Appendix A). Based on these observations, the minimum 5' separation required between the bottom of the infiltration trenches and the seasonal high water mark will be maintained. See Appendix `B' for Geotechnical analysis of test pit findings, and refer to preliminary grading and drainage plans for trench elevations. 6 The infiltration beds were sized using the Western Washington Hydrology Model Version 3 (WWHM3), see Appendix `D'. The geotechnical analysis indicated that rapidly permeable gravelly sand underlies the site. Based on this analysis, along-term infiltration rate of 10 in/hr was used to size the trenches. This rate was obtained by assuming the maximum long-term rate (10 in/hr) listed in Table 3.7 Vol. III p. 3-76 of the 2005 D.O.E Stormwater Management Manual for Western Washington. Due to high permeability of the existing soils, the infiltration trenches are designed for flow control only, see the water quality system section for treatment facility design. 4.5 Water Quality System Contech Stormwater Solutions stormfilter catch basins were chosen to treat the storm water runoff from the traveled area (travelways, parking stalls, sidewalks) of the developed site. Runoff collected from roofs is proposed to bypass the water quality system and be routed directly to the infiltration trench beds. Each of the infiltration trenches is preceded by a sto~mfilter catch basin for the pollution generating surface runoff. Storm filter cartridge counts were calculated using WWHM3 to generate the target water quality 15 minute flow rate, then by applying the equation: (Treatment flow)(449gpm/cfs / 7.5 gpm/cart.) _ # cartridges See Appendices 'C' and `D'. 4.6 Conveyance System Analysis and Design Conveyance calculations to be submitted with final Stormwater Site Plan. ~~--~' 5.0 DISCUSSION OF MINIMUM REQUIREMENTS The Minimum Requirements have been addressed as discussed below. 1. Preparation of Stormwater Site Plans: I~tcluded herein. 2. Construction Stormwater Pollution Prevention Plan (SWPPP): To be submitted with construction document plans. 3. Source Control of Pollution: To be submitted with construction document plans. 4. Preservation of Natural Drainage Systems and Outfalls: The project does not abut a natural drainage system or outfall, flow control is designed as infiltration. 5. On-Site Stormwater Management: Onsite infiltration trenches have been sized in accordance with the 2005 Stormwater [Management Manual for Western Washington. 6. Runoff Treatment: Stormfilter catch basins will be provided 7. Flow Control: Runoff is designed to infikrate onsite. 8. Wetlands Protection: N/A 9. Basin/Watershed Planning: N/A 10. Operation and Maintenance: To be submitted with fznal Stormwater Site Platt. 6.0 OPERATION AND MAINTENANCE MANUAL To be submitted with final Stormwater Site Plan. 7.0 SPECIAL REPORTS AND STUDIES Not applicable. 8.0 BOND QUANTITIES WORKSHEET ~, To be submitted with final Stormwater Site Plan. 8 SOUND ENGINEERING, INC. Timothy D. Holderman, P.E. Project Engineer ~' APPENDIX A General Exhibits Project: America's Credit Union Yelm Branch Location: 415 E Yelm Ave, Yelm WA Accessor's Map `ti, s442asa139a s442a9ae7a9 8442090a800 ic^s ~ ~'`-~ 84420901900 h"..~~ ° ~ ~ ' 844209009a0 ' s ,y`i.S3 ~ 0 ~ t ~~~ v v 41200 y ' X ,K~, < , `~ a~ 22719a4a3aa a ~ 0. ~~ ~' ~"-,~~" "~~~~~''~ 22719341909 ~~ ;y ~ ` • ~ 2271934130 22799343900 / 22719349900 % 22799342500 22719342200 22719342409 64420800100 22799342202 844208a05a0 22719342400 22799342209 "`~ 8442080a800 !~ 2279 `~ 84420800700 22799342402 844207004a0 ~ / \l` a s442a7aasa9 ~ .~ qyA ,. i 64420700790 l 22799343a03 64420709a0a / 22799343000 ~/ 22]99343002 84420700900 i /~~ 22799343001 ~~~ ~~F Ste, 2279934a5aa 227193408a0 799342909 2: Site Location Project: America's Credit Union Yelm Branch Location: 415 E Yelm Ave, Yelm WA Vicinity Map ~~ 5 y~.~ c~~ 9Gcz ~L ,~ ~' ~ ~' ~S Y LM 5~~ CITY R ~~ ~~ rF~~ ~S~ sj ~ ~~~~~ ~ 9~F F SITE 0 HRAN MEMORIAL PAR fJ ~ 104TH AVE SE 104TH AVE S ~ Y 4 J U YELM TERRA WA SE 105TH WAY SE Project: America's Credit Union Yelm Branch Location: 415 E Yelm Ave, Yelm WA High Hazard Groundwater Map Ref. Thurston County GeoData Center Site Location High Groundwater Hazard Area APPENDIX B Geotechnical Report GEOTECHNICAL REPORT AMERICA'S CREDIT UNION YELM BRANCH 415 EAST YELM AVENUE YELM, WASHINGTON Submitted to: America's Credit Union PO Box 33338 Ft. Lewis, Washington 98499 Submitted by: E3RA, Inc. 201 -160th street South Suite 401 Tacoma, Washington 98448 November 9, 2007 T07278 TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION ......................... 2.0 EXPLORATORY METHODS ....................................... 2.1 Test Pit Procedures ........................................... 3.0 SITE CONDITIONS ...................................................... 3.1 Surface Conditions ............................................ 3.2 Soil Conditions .................................................. 3.3 Groundwater Conditions ................................... 3.4 Seismic Conditions ........................................... 3.5 Liquefaction Potential ........................................ 3.6 Infiltration Conditions ......................................... 4.0 CONCLUSIONS AND RECOMMENDATIONS ............. 4.1 Site Preparation ................................................ 4.2 Spread Footings ................................................ 4.3 Slab-on-Grade Floors ......................................... 4.4 Drainage Systems .............................................. 4.5 Asphalt Pavement ............................................. 4.6 Structural Fill ....................................................... 5.0 RECOMMENDED ADDITIONAL SERVICES ................ 6.0 CLOSURE ................................................................. List of Tables Table 1. Approximate Locations and Depths of Explorations ....................................................................... 2 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDICIES APPENDIX A Soils Classification Chart and Key to Test Data .........................................................................................A-1 Logs of Test Pits TP-1 through TP-3 ................................................................................................ A-2...A-4 PO Box 44890 Tacoma, WA 98448 253-537-9400 253-537-9401 Fax ~3~q November 9, 2007 T07278 America's Credit Union P.O. Box 33338 Fort Lewis, Washington 98499 Attention: Ken Leonard Subject: Geotechnical Report America's Credit Union Yelm Branch 415 East Yelm Avenue Yetm, Washington Dear Mr. Leonard: E31tA is pleased to submit this report presenting our geotechnical evaluation for the proposed America's Credit Union Branch to be located at 415 East Yelm Avenue in Yelm, Washington. The purpose ofour evaluation is to provide geotechnical recommendations and conclusions concerning the construction of a one story bank building and to provide general recommendations regarding onsite infiltration of sto~mwater. This report has been prepared for the exclusive use ofAmerica's Credit Union, and their consultants, for specific application to this project in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The project site is located on the south side of East Yelm Avenue in downtown Yelm, Washington, as shown on the enclosed Location Map (Figure I). The site is in an area of mixed commercial and residential use that is gradually evolving into exclusively commercial usage. The site fronts East Yelm Avenue for a distance of 112 feet and extends south from the roadway about 250 feet We understand that the new G•edit Union Building will be one-story supported on grade with aslab-on-grade floor. The area sun•ounding the new building will be used for paved parking, drive up banking, and site access. 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on October 10, 2007. Our exploration program comprised the following elements: A surface reconnaissance of the areas to be developed; Three test pits (designated TP-1 through TP-3) advanced across the site; and November 9, 2007 T07278/America's Credit Union Geotechnical Report A review of published geologic and seismologic maps and literature. EBRA,Inc. Table 1 summarizes the approximate functional locations and termination depths ofour subsurface explorations, and Figure 2 depicts their approximate relative locations. The following sections describe the procedures used for excavation of test pits. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Termination Depth Exploration Functional Location (feet) TP-1 North site g TP-2 Central Site g TP-3 South site g Elevation datum: Unavailable The specific number and locations ofour explorations were selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations con±ained in this report to reflect the actual site conditions. 2_1 Test Pit Procedures Our exploratory test pits were excavated with atrack-mounted excavator by an operator from Rockcrest Construction under contract to E3RA. An engineering geologist from our firm observed the test pit excavations and logged the subsurface conditions. The enclosed test pit logs indicate the vertical sequence of soils and materials encountered in each test pit, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative density and consistency of the in-situ soils by means ofthe excavation characteristics and the stability of the test pit sidewalk. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration logs. Summary togs of the explorations are included as Figures A-2 through A-4. November 9, 2007 T07278/America's Credit Union Geotechnicaf Report EBRA,Inc. 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, groundwater, seismic, liquefaction, and infiltration conditions. 3_1 Surface Conditions The project site and nearby areas are relatively level. Asingle-family residence with detached garage currently occupies the north and central portions of the site. An abandoned shed occupies the south portion of the site. Vegetation on the central and north portions of the site consists of (awn grass, ornamental trees and shrubs, and fruit trees. Several Lombardy Poplars grow on the south part of the site. A line of conifers grow along Che west boundary. No other signs of surface flow were noted in the vicinity of either the pond or planned buildings. No seeps or springs were observed. 3_2 Soil Conditions Sorts conditions on the site are relatively uniform. Generally, we observed about 1 foot of sod and topsoil overlying, to a depth approximately 4 feet, loose, dark brown, silty fine sand, which, in the upper foot or so, contained abundant roots. In all of our test pits, we observed Loose to medium dense recessional glacial outwash consisting of gravelly sand with scattered cobbles and few fines underlying the silty fine sand layer, which extended to a depth of 9 feet. The enclosed exploration togs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. 3_3 Groundwater Conditions At the time of our reconnaissance and subsurface explorations (October 9, 2007), we did not observe groundwater in any of our test pits, all of which extended to a depth of 9 feet. We did not observe indications of seasonal high groundwater, such as soil mottling, in any of our explorations. We do not expect that groundwater will be encountered during site excavation. 3_4 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite sail conditions to correspond with a seismic site class D, as defined by Table 1613.5.5 of the 2006 International Building Code (IBC). 3_5 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most susceptible to liquefaction. Our onsite subsurface explorations did not reveal saturated (or potentially saturated), loose, silty sand layers or lenses. November 9, 2007 EBRA,Inc. T07278/America's Credit Union Geotechnical Report 3_6 Infiltration Conditions The silty sand layer, which underlies a surficial mantling of topsoil and extends down to depths of 3 to 4 feet, is comprised of loose, silty Fine sand and is slowly to moderately permeable. The underlying glacial outwash layer, observed at depths below 3 to 4 feet, is comprised of loose to medium dense gravelly sand with few fines and is rapidly permeable. 4.0 CONCLUSIONS AND RECOMMENDATIONS Plans call for the construction of anew Credit Union Building, paved parking and roadways, and possibly onsite stormwater infiltration. We provide these general conclusions and recommendations: Feasibilirv: Based on our field explorations, research, and analyses, the proposed structure and pavement appears feasible from a geotechnical standpoint, provided the recommendations presented in Section 4 are followed. Foundation O to ions: We recommend conventional spread footings that bear on the sandy glacial outwash layer that was observed at depths below 3 to 4 feet. Because this layer is somewhat loose, we recommend that subgrade soils be vigorously compacted prior to the placement of forms and rebar. Spread footing recommendations are provided in Section 4. Floor Options: We recommend slab-on-grade floors for the new credit union building. Floor subgrade soils that will be exposed after the stripping of organic sur6cial soils are somewhat loose. For this reason, we recommend that floor subgrades be vigorously surface compacted, using vibratory drum roller or other heavy-duty compaction device, before floors are constructed. Recommendations for slab- on-grade floors are provided in Section 4. Infihration Conditions: Rapidly permeable gravelly sand underlies the site, and, based on our observations of subsurface conditions, seasonally High groundwater does not rise to within 9 Feet of existing grades. Far these reasons, the site is amenable to onsite intltration of stormwater The following sections present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab-on-grade floors, drainage, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M4l-1Q, Standard Specifications for Road, Bridge, and Municipal Constuction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. 4_1 Site Preparation Prepazation of the project site should involve erosion control, temporary drainage, clearing, stripping, cutting, filling, excavations, and subgrade compaction. Erosion Control Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through either silt fencing or a series of properly placed and secured straw bales. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. If silt fencing is selected as a fitter, this fencing fabric should meet the requirements of WSDOT Standazd Specification 9-33.2 Table 3. [n addition, silt fencing should embed a November 9, 2007 EBRA,Inc. T07278/America's Credit Union Geotechnical Report should embed a minimum of 6 inches below existing grade. [f straw baling is used as a filter, bales should be secured to the ground so That they will not shift under the weight of retained water. Regardless of the silt filter selected, an erosion controlsystem requires occasional observation and maintenance. Specifically, holes in the fitter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Drainaee: We recommend intercepting and diverting any potential sources ofsurface or near-surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Clearine and Str•ippine: After surface and near-surface water sources have been controlled, the construction areas should be cleared and stripped of all topsoil. Our explorations indicate that about I foot of topsoil overlies the site, but abundant roots extend down to 2 feet below the surface in isolated areas. Where encountered, root rich soils will also have to be removed. Site Excavations and Utility Trenches: Based on our explorations, we expect that excavations will encounter medium dense sandy soils. Site soils can be excavated using standard excavation equipment. Dewaterine: Our site explorations did not encounter groundwater, nor do we expect that significant quantities of groundwater will be encountered during site excavation. EIowever, if groundwater is encountered, we anticipate that an internal system of ditches, sumpholes, and pumps will be adequate to temporarily dewater excavations. Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 1'/aH:l V (horizontal to vertical) and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Suberade Compaction: Exposed subgrades far footings and floors should be compacted to a film, unyielding state before new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Site Filline: Our conclusions regarding the reuse of onsite soils and our comments regarding wet-weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at feast 95 percent per the American Society for Testing and Materials (ASTM) D-1557. November 9, 2007 E3RA, Inc. T07278/America's Credit Union Geotechnical Report Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: Surrcial Oreanic Soils: Topsoil, duff, sod, or other organic soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, these materials can be used only for non-structural purposes, such as in landscaping areas. Upper .Silty Fine Sand: The upper silty fine sand layer, which underlies the topsoil layer and extends down to depths of 3 to 4 feet, is sensitive to moisture content variation and will be difficult to reuse during wet weather conditions. Native Glacial Outwash Gravellv Sand: This soil, encountered below depths of 3 to 4 feet, is relatively insensitive to moisture content variations and will provide a goad source of structural fill. Permanent Slooes: All permanent cut slopes and fill slopes should be adequately inclined to reduce Iona term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1 V. For all soil types, the use of flatter slopes (such as 2'/zH:l V) would further reduce long-term erosion and facilitate revegetation. Slone Protection: We recommend that a permanent berm, Swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spans or a geosynthetic erosion mat. 4_2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the proposed buildings if the subgrades are properly prepat•ed. We offer the following comments and recommendations for purpose of footing design and construction. Footing Depths and Widths: For frost and erosion protection, the base of all exterior footings should bear at (east 18 inches below adjacent outside grades, whereas the base of'interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post-construction settlements, continuous (wall) and isolated (column) footings should be at least 18 and 24 inches wide, respectively. Bearing S, uberades: Footings should bear on in-situ native soils that have been surface compacted or on properly compacted (compacted to a uniform density of at feast 95 percent (ASTM D-1557) structural fill Suberade Observation: All footing subgrades should consist of firm, unyielding, native soils or structural fill materials. Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. We recommend that an E3 RA representative observe the condition of all subgrades before any concrete is placed. November 9, 2007 E3RA, Inc. T07278/America's Credit Union Geotechnical Report Bearine Pressures: [n our opinion, for static loading, footings that bear on properly prepared subgrades can be designed for a maximum allowable soil bearing pressure of 3,000 pounds per square foot (pst). A one-third increase in allowable soil bearing capacity may be used for short-term loads created by seismic or wind related activities. Footine Settlements: Assuming that footings are based on properly prepared subgrades, we estimate that total post-construction will not exceed 1 inch. Differentia settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feeC. Footine BackfilL To provide erosion protection and lateral toad resistance, we recommend that all footing excavations be backfilfed on both sides of the footings and stemwalls afrer the concrete has cured. Either imported structural fill or non-organic onsite soils can be used for this purpose, contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (ASTM D-1557). Lateral Resistance Footings that have been properly backfilfed as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using an allowable passive earth pressure of 250 pcf (equivalent fluid weight) and an allowable base friction coefficient of 0.35. 4_3 Slab-On-Grade Floors In our opinion, soil-supported slab-on-grade floors can be used in the proposed structures if the subgrades are properly prepared. We offer the following comments and recommendations concerning slab-on-grade floors. Suberade Conditions and Observation: All soil-supported slab-on-grade floors should bear on firm, unyielding soils or on suitable, properly compacted structural fill soils. We recommend that the condition of all subgrades and overlying layers be observed by an E3RA representative before any 611 or concrete is placed. Floor Subbase: After removal of topsoil and root-rich soils which currently cover the site, we recommend that floor subgrade soils be vigorously surface-compacted prior to floor construction. Capillary Break: To retard the upward wicking of groundwater beneath the floor slab, we recommend that a capillary break be placed over the subgade or subbase. Ideally, this capillary break would consist of a 4-inch- thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as `'Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4). Alternatively, angular gravel or crushed rock can be used if it is sufficiently clean and uniform to prevent capillary wicking. Vanor Barrier: We recommend that a layer ofdurable plastic sheeting (such as Crosstuff, Moistop, or Visqueen) be placed directly between the capillary break and the floor slab to prevent ground moisture vapors from migrating upward through Che stab. During subsequent casting of the concrete stab, the contractor should exercise care to avoid puncturing this vapor barrier. Vertical Deflections: Due to elastic compression of subgrades, soil-supported slab-on-grade floors can deflect downwards when vertical loads are applied. [n our opinion, a subgrade reaction modulus of 250 pounds per cubic inch can be used to estimate such deflections. November 9, 2007 T07278/America's Credit Union Geotechnical Report E3RA, Inc. 4_4 Drainaee Systems We offer the following recommendations and comments for drainage design for construction purposes. Perimeter Drains: We recommend that the planned buildings be encircled with a perimeter drain system to collect seepage water. This drain should consist of a 4-inch-diameter perforated pipe within an envelope of pea grave! or washed rock, extending at least 6 inches on all sides of the pipe, and the gravel envelope should be wrapped with filter fabric to reduce the migration of fines from the surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base of the perimeter footings. Subfloor Drains: Based on site soil and groundwater conditions, we do not recommend the use of subfloor drains. Discharge Considerations: If possible, all perimeter drains should discharge to a municipal storm drain, sewer system, or other suitable location by gravity flow. Check valves should be installed along any drainpipes that discharge to a sewer system, to prevent sewage backflow into the drain system. Runoff Water: Roof-runoff and surface water runoff should not discharge into the perimeter drain system. Instead, these sources should discharge into separate tighUine pipes and be routed away from the building to a storm drain or other appropriate location. Grading and Capping: Final site grades should slope downward away from the building so that runoff water will flow by gravity to suitable collection points, rather than ponding near the building. Ideally, the areasurrounding the building would be capped with concrete, asphalt, or low-permeability (silty) soils to minimize or preclude surface-water infiltration. 4_5 AsuhalY Pavement Since asphalt pavements will be used for the driveways and parking areas we offer the following comments and recommendations for pavement design and construction. Suberade Prenaration: After removal of the topsoil and root-rich soils, all soil subgrades should be thoroughly compacted, then proof-rolled with a loaded dump truck or heavy compactor. Any localized zones of yielding subgrade disclosed during this proof-rolling operation should be overexcavated to a depth of i2 inches and replaced with a suitable structural fill material All structural fill should be compacted according to our recommendations given in the Structural Fill section. Specifically, the upper 2 feet ofsoils underlying pavement section should be compacted to at least 95 percent (ASTM D-1557), and al! soils below 2 feet should be compacted to at (east 90 percent. Pavement Materials: For the base course, we recommend using imported crushed rock that is, for drainage purposes, free of fines. For the subbase course, we recommend using imported, clean, well-graded sand and gravel, such as recommended in Section 4.6. Conventional Asphalt Sections: A conventional pavement section typically comprises an asphalt concrete pavement over a crushed rock base course. Using the estimated design values stated above, we recommend using the following conventional pavement sections: November 9, 2007 T07278/America's Credit Union Geotechnical Report E3RA,Inc. Minimum Thickness Pavement Course Parking Areas Asphalt Concrete Pavement 2 inches Crushed Rock Base 4 inches Granular Fill Subbase (if needed) 12 inches High Traffic and Driveway Area 3 inches 6 inches 18 inches Comnaction and Observation: All subbase and base course material should be compacted to at least 95 percent of the Modified Proctor maximum dry density (ASTM D-1557), and all asphalt concrete should be compacted to at least 92 percent of the Rice value (ASTM D-2041). We recommend that an E3 RA representative be retained to observe the compaction of each course before any overlying Layer is placed. For the subbase and pavement course, compaction is best observed by means of frequent density testing. For the base course, methodology observations and hand-probing are more appropriate than density testing. Pavement Life and Maintenance: No asphah pavement is maintenance-free. The above described pavement sections present our minimum recommendations for an average level of performance during a 20-year design life; therefore, an average level of maintenance will likely be required. Furthermore, a ZO-year pavement life typically assumes that an overlay will be placed after about 10 years. Thicker asphalt and/or thicker base and subbase courses would offer better long-term performance, but would cost more initially; thinner courses would be more susceptible to "alligator" cracking and other failure modes. As such, pavement design can be considered a compromise between a high initial cost and low maintenance costs versus a low initial cost and higher maintenance costs. 4.6 Structural Fill The term "structural fill" refers to any placed under foundations, retaining walls, slab-on-grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well-graded mixtures of sand and grave( (commonly called "gravel borrow" or "pit-run"), and miscellaneous mixtures ofsilt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used Por structural fill should not contain any organic matter or debris or any individual particles greater than about 6 inches in diameter. Pill Placement: Clean sand, granulithic gravel, crushed rack, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: November 9, 2007 E3RA, Inc. T07278/America's Credit Union Geotechnical Report Fill Application Minimum Compaction Footing subgrade and bearing pad 95 percent Foundation and subgrade wall backfill 90 percent Slab-on-grade floor subgrade and subbase 95 percent Pavement base and subbase 95 percent Pavement subgrade (upper 2 feet) 95 percent Pavement subgrade (below 2 feet) 90 percent Subarade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed aver firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability ofsoils used for structural fill depends prirnarily on their grain-size distribution and moisture content when they are placed. As Che "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more Chan about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For f Il placement during wet-weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. 5.0 RECOMMENDED ADDITIONAi, SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Consequently, we recommend that E3RA be retained to provide the following post-report services: Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; Prepare a letter summarizing all review comments (if required by the City of Yelm); Check all completed subgrades for footings and slab-on-grade floors before concrete is poured, in order to verify their bearing capacity; and Prepare apost-construction letter summarizing all field observations, inspections, and test results (if required by the City of Yelm). 10 November 9, 2007 T072?8/ America's Credit Union Geotecnnical Report 6.0 CLOSURE EBRA, Inc. The conclusions and recommendations presented hr this report aze based, in part, on the explorations that we observed for this study; therefore, if variations in the subgade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity ofthe project elements depend lazgely on proper initial site prepazation, drainage, and construction procedures, monitoring and testing by experienced geoteclmical personnel should be considered azr integral part of the construction process. E3RA is available to provide geotechnical monitoring of soIls throughout constuction. We appreciate the opportunity to be of service on this project. If you have any questions regazding this report or any aspects of the project, please feel free to contact our office. Sincerely, E3~, ltt~. Y /. ®~i~" ~ Fred Emast Renne4aum ~ Fred E. Rennebaum, L.E.G. Senior Geologist ~`' E eq~G 'P~r~of w~sy~~ctiy1. ~ / y 0~~~ 9FG/2o6SO E~ G~2~ S~ONAL~~ ~'/oq(o 1-' EXPIRES Q3/10%~ lames E Brigham, P.E. Principal Engineer FER:JEB:jm TACO\\Tacoma-server\job Files\2007 JOB FILES\T07278 AMERICAS CREDIT UMON YELM\T07278 America's Credit Yelm Report.doc Four copies submitted 11 APPENDIX C Water Quality Treatment Project: America's Credit Union Yelm Branch Location: 415 E Yelm Ave, Yelm WA Sub basin WWHM WQ Flow Rate # Stormfilter Cartridges ** # of Cartridges Specified (cfs) 1 0.0078 0.5 1 cartridge 2 0.009 0.5 1 cartridge 3 0.0016 0.1 1 cartridge 4 0.0013 0.1 1 cartridge ** # of Cartridges = WQ flow(cfs) x (449 gpm/cfs) / (7.5 gpm/cartridge) OUTLET STUB (SEE NOTES 4ES) WEL2 N/P.LL .~~o ~°.~~°~ ~. ~, V °P SCUnn BAFFLE °~ e ~ ~ G 10" - 5" . e OVERLAP ° R. y e 6 ' Y > ~„ 1 (NP) 6' o ~. era s o °. G^ ~---I REINFORCING BARS INLET STU6 (SEE NOTE G) (OPTIONAL) (SEE NOTES 465) 1-CARTRIDGE CATCHBASIN -PLAN VIEW 1 1 4°a INLET GRATE OPENING ACCESS CO\'ER j ~ 2 I /2" 1- .._... ~, .~ 6" ~. en , n I I ° -_-_--__ ~-.-~I I~ CONCRETE COLfAR OUTLET STUN (SEE NOTE 6) (SEE NOTES 465) / 1 ~ STORMFILTER CARTRIDGE (NP) CLEANOUT ACCESS (SEE NOTE 2) PLUG ON WEIR WALL tl UNCERCRAIN `9- MANIf'v^ID 2"-4" -~I~_ 2' INSIDE INSIDE 4'-q 3/4" OUTSICE THC STORnIUVAiER MANAGE~b1FVi 1-CARTRIDGE CATCHBASIN -SECTION VIEW A S~~,ml`'~.~,~ U.S. PATENT No. 8.32J,629. 1 No. 5,]C~,52~. No. 6,G2],639 No. 6.6=9,048, nlo. 5,624,576, AND OTHER U.9. AND FOR"cIGN ©2006 CONTECH Stonnwater Solutions Pnunrs PeuD:Nc A~~~/TC'/~LI® STEEL CATCHBASIN STORMFILTER DRAWING ~1-~i~ i r~:7 ~STORMWATER PLAN AND SECTION VIEWS ~ ~----~SOLUTIONSK STANDARD DETAIL - 1 CARTRIDGE UNIT il3 cantechalonnwater.cam DATE iilOVOE SCALE:NONE FILE NAME:CSSFISATL DRAWN:MJW CHECKED:ARG a^m oFeumc - PERi~1ANENT POOL ELEVATION VARIES 2'-3 5/8" MAX. i 1 '_ INLET STUB (OPilOlJAU (SEE NOTES A6. 5) TRIDGE ~, 5,~ j i/4" 2'-3 5/8" I 1 I ~, OUTLET STUB \ (SEE NOTES 4~ 5) 2' INSIDE OUTSIDE 2"m OUTLET PIPE FROM UNCERDRAIN LIFTING EYE (TYP OF T) 3.S CARTRICGE _ SUPPORT 1 1 I '-6" (~) N VIEW PERMANENT POOL ELEVATION IN -SECTION V THE S10P+AWA'LC V~AIJAGLUBNT SCOrmHiter(% V.S. TATC^:T No. 5,322,629, No. S.~G~,52]. No. 6,021,639 No. 6,64&048, No. 5.624,5]6, nND Oi11EP. U.S. AND f-ORi IGN 62006 CONTECH Stonnwater Solutions i=,u~NTS veNDiNG A~_ uT!'AIJ® STEEL CATCHBASIN STORMFILTER DR4WING x,,11,1` ~ `~r~ ~STORMUVATER SECTION VIEWS 2 ~--~SOLUTIONSK STANDARD DETAIL - 1 CARTRIDGE UNIT Z3 COnICChetOmiWefecCOm DATE itl01105 SCALE NCNE FILE NAME: CSSFI S~DTI DRAW N: MJW CHECKED:ARG GENERAL NOTES -_ I) STORIbIFILTER BY CONTECH STORM WATER 50LUTIONS; PORTLANC, OR (800) >48-4667; SCARBOROUGH, ME (8'77) 907-8676; ELKRIDGE, MD (866) 740-3318. 2) FILTERS TO BE SIPHON-ACTUATED AND SELF GLEANING. 3) STEEL STRUCTURE TO BE MANUf-ACTURED OF 1;4 INCH STEEL PLATE. 4) STORMFILTER REQUIRES 2.3 FEET OF DROP FROM RIM TO OUTLET. hVLET SHOULD NOT BE LOWER THAN OUTLET. INLET (IF APPLICABLE) ANO OUTLET PIPING TO BE SPECIFIEC BY ENGINEER AND PROVIGED BY CONTRACTOR. 5) CBSF EQUIPPEC WITH 4 INCh1 (APPROXIMATE) LONG STUBS FOR INLET OF APPLICABLE) AND OUTLET PIPING. STANDARD OUTLET STUB IS 8 INCHES IN DIAMETER. IbfAXIMUM OUTLET STUB IS ! 5 INCHES IN CIAMEiER. CONNECTION TO COLLECTION PIPING CAN BE MACE USING FLEXBLE COUPLING BY CONTRACTOR. 6j FOR H-20 LOAD RATING, CONCRETE COLLAR IS REQUIRED. CONCRETE COLLAR N/ITH OVANTITY (2) N4 REINFORCING BARS TO BE PROVICED BY CONTRACTOR. 7) ALL STORi~IFILrERS REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION ANC ~MAiNTENANCE GUICELINES FOR MORE INFORMATION. INLET GRATE a e a. .a O d. I -CARTRIDGE CATCHBASIN STORM FI LTER DATA _ STRUCTURE ID XXX WATER QUALITY FLOW RATE (cfs) X.XX PEAK FLOW RATE (<! cis) X.XX RETURN PERIOD OF PEAK ROW (rs) XXX CARTRIDGI_ FLO1N RATE (I 5 OR 75 m) XX MEDIA TYPE (GSP-, PERLITE, Zf'G) XXXXX RIM ELEVATION XXX.XX' PIPE DATA: LE. DIAMETER INLET' STUB XXX.XX' XX" OUTLET S7UB XXX.XX' XX" CONFIGURATION OUTLET OUTLET INLFi'-o-'--J ~='-~'iNLET SLOPED LIO YES\NO SOLID COVER YES\NO NOTES/SPECIAL REQUIREMENTS: . c a 4:c as e G . . ~. ~~~~ ~ ~ ~ m < ~e Cl~ tikJ a Q 'a ~ n d~ i .4 d' e: e 2'-4" 2' 4" ~- -~ - INSIDE RIM ~~ INSIDE RIM --~ 4'-8 3/4" OUTSIDE RIN1 T'RIDGE CATCHBASIN -TOP VIEW ACCESS CO\/ER 2' 4" INSIDE RIM me sroRMwnrrR unNnGEaeeur SY~rmFetowJ V.S. r'aiL\'T No. 5.322,617, No 5?G%,527, quo-6.027,639 No. 6.649.04!1. Nv. 5.,24.`;]6. AND OTYER 0.S AND `Ok I ,u PAlEMS PL:VDLVG 1-CAR ©2006 CONTECH Stortnwater Solutions w~~u~rewu® G~1-~~~ i rVi.:7 STORMINATER SOLUTIONSK conteChelamlweter.cem STEEL CATCHBASIN STORMFILTER TOP VIEW, NOTES AND DATA STANDARD DETAIL - 1 CARTRIDGE UNIT DATEa lIO V05 SCATC NONE FILE NAME:CBSFi S~DTI DRAWN: 3 913 CHECKED:ARG APPENDIX D Basin and Infiltration Trench Calculations 6.xpp_80101\s6wmo~p\Ol'gOlOt\6u~1eau76u3 puno5\~0 - wdtq :£ - OLOZ ~ZO ~~f Western Washington Hydrology Model PROJECT REPORT Project Name: SBl Site Address: 415 E Ye1m Ave City Ye1m Report Date 6/1/2010 Gage Lake Lawrence Data Start 1955/10/01. Data End 2008/09/30 Precip Scale: G.86 WWHM3 Version: PREDEVELOPED LAND USE Name SB1-PRE DEV Bypass: No Groundwater: No Pervious Land Use Acres A B, Forest, Flat .261 Impervious Land Use Acres Element Flows To: Surface Interflow Name SB1-DEV Hypass: No GroundWa ter: No Pervious Land Use Acres A B, Lawn, Flat .035 Impervious Land Use Acres ROOF TOPS FLAT 0.101 SIDEWALKS FLAT 0.021 PARKING FLAT 0.104 Groundwater Element Flows To: Surface Interflow Groundwater SBl Infi.ltra Y.ion Trench, SB1 Infiltration Trench, Name SB1 Infiltration Trench " Bottom Length: 63ft. Bottom Width 'oft. Trench bottom slope 1: 0.001 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of First layer C Pour Space o£ material for first layer 0 Material thickness of second layer 0 Pour Space of material for second layer Material thickness of third layer 0 Pour Space of material for third layer 0 Infiltration On Infiltration rate 20 Infiltration sa£tey factor 0.5 Discharge Structure Riser Height: 1.1 ft. Riser Diameter: 10 in. Element Flows To: Outlet 1 Outlet 2 0 Gravel Trench Bed Hydraulic Table Stage (£t) Area (acr) Volume ( acr-f t) Ds chrc (c£s) Infilt (c £s) 0.000 0 .009 0 .000 0 .000 0 .000 0.013 0 .009 0 .000 0 .000 0 .088 0.027 0 .009 0 .000 0 .000 0 .088 0.040 0 .009 0 .000 0 .000 0 .088 0.053 0 .009 0 .000 0 .000 0 .088 0.067 0 .009 0 .001 0 .000 0 .088 0.080 0 .009 0 .001 0 .000 0 .088 0.093 0 .009 0 .001 0 .000 0 .088 0.107 0 .009 0 .001 0 .000 0 .088 0.120 0 .009 0 .001 0 .000 0 .088 0.133 0 .009 0 .001 0 .000 0 .088 0.147 0 .009 0 .001 0 .000 0 .088 0.160 0 .009 0 .001 0 .000 0 .088 0.173 0 .009 0 .002 0 .000 0 .088 0.187 0 .009 0 .002 0. 000 0 .088 0.2C0 C .009 0 .002_ 0. 000 0 .088 0.213 0 .009 0 .002 0. 000 0. 088 0.227 0 .009 0 .002 0. 000 0. 088 G.290 O .OC9 0 .002 0. 000 0. 088 0.253 0 .009 0 .002 0. 000 0. 088 0.2'07 O .G09 0 .002 0. 000 0. 038 0.280 0 .009 0 .002 0. 000 0. 088 0.293 0. 009 0. 003 0. 000 0. 088 0.307 0. 009 0. 003 O. OOG 0. 088 0.320 0. 009 0. 003 O. C00 0. 088 0.333 0. 009 0. 003 0. 000 0. 088 0.347 0. 009 0. 003 0. 000 0. 088 0.360 0. 009 0. 003 0. 000 0. 088 0.373 0. 009 0. 003 0. 000 0. 088 0.387 0. 009 0. 003 0. 000 0. 088 0.900 0. 009 0. 003 0. 000 0. 088 0.413 0. 009 0. 004 0. 000 0. 088 0.927 0. 009 0. 009 0. 000 0. 088 0.990 0. 009 0. 009 0. 000 0. 088 0.953 0. 009 0. 009 0. 000 0. 088 0.967 0. 009 0. 009 0. 000 O. C88 0.980 0. 009 0. 009 0. 000 0. 088 0.993 0. 009 0. 004 0. 000 0. 088 0.507 C. 009 0. 009 0. 000 0. 088 0.520 0. 009 0. 005 0. 000 0. 088 0.533 0. 009 0. 005 0. 000 0. 088 0.597 0. 009 0. 005 0. 000 0. 088 O.SoO O. OC9 0. 005 0. 000 0. 088 0.573 0. 009 0. 005 0. 000 0. 088 0.587 0. 009 0. 005 0. 000 0. 088 0.'000 0. 009 0. 005 0. 000 0. 088 0.513 o.oc9 o.oa5 o.coo o.oe8 O.o27 C. 009 0.005 O.C00 0.083 0.640 0.009 0.006 0.000 0.088 O.o53 0.009 0.00'o 0.000 0.086 O.o'o7 0.009 0.006 0.000 0.088 O.o80 0.009 O.OOo 0.000 0.088 0,'093 0.009 O.OOo 0.000 0.088 0.707 0.009 0.000 0.00o c.oae 0.720 0.009 0.006 0.000 0.088 0.733 0.009 O.OOo 0.000 0.088 0.797 O.CC9 0.006 C.000 0.088 0.76C 0.009 0.007 0.000 0.088 0.773 0.009 0.007 0.000 0.088 0.787 0.009 0.007 0.000 0.088 0.800 0.009 0.007 0.000 0.088 0.813 0.009 0.007 0.000 0.088 0.827 0.009 0.007 0.000 0.088 0.890 0.009 0.007 0.000 0.088 0.853 0.009 0.007 0.000 0.088 0.867 0.009 0.008 0.000 0.088 0.880 0.009 0.008 0.000 0.088 0.893 0.009 0.008 0.000 0.088 0.907 0.009 0.008 0.000 0.088 0.920 0.009 0.008 0.000 0.088 0.933 0.009 0.008 0.000 0.088 0.947 0.009 0.008 0.000 0.088 0.960 0.009 0.008 0.000 0.088 0.973 0.009 0.008 0.000 0.088 0.987 0.009 0.009 0.000 0.088 1.000 0.009 0.009 0.000 0.088 1.013 0.009 0.009 0.000 0.088 1.027 0.009 0.009 0.000 0.088 1.090 0.009 0.009 0.000 0.088 1.053 0.009 0.009 0.000 0.088 1.067 0.009 0.009 0.000 0.088 1.080 0.009 0.009 0.000 0.088 1.093 0.009 0.009 0.000 0.088 1.107 0.009 0.010 0.004 O.OBII 1.120 0.009 0.010 0.023 0.088 1.133 0.009 0.010 0.049 0.088 1.147 0.009 0.010 0.082 0.088 ]..160 0.009 0.010 0.119 0.088 1.173 0.009 0.010 0.161 0.088 1.187 0.009 0.010 0.207 0.088 1.200 0.009 0.010 0.257 0.088 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0 .000395 5 year O .OOi097 10 year 0 .00?_023 25 year 0. 004133 50 year 0. 006787 100 year 0. 0].0858 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow (c£s) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Yearly Peaks £or Predeveloped and Mitigated. POC #1 Year Predeveloped Mitiaa ted 1957 0.001 0.000 1958 0.000 0.000 1959 0.000 0.000 1900 0.000 0.000 1961 0.000 0.000 1902 0.001 0.000 1963 0.000 0.000 1964 0.000 0.000 1905 0.000 0.000 19'a6 0.000 0.000 1967 0.000 0.000 19'08 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.002 0.000 1973 0.003 0.000 1974 0.000 0.000 1975 0.001 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 C.000 1983 0.001 0.000 1989 0.000 0.000 1985 G.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.001 0.000 1992 0.002 0.000 1993 0.000 0.000 1999 0.000 0.000 1995 0.000 0.000 1996 0.001 0.000 1997 0.003 0.000 1998 0.002 0.000 1999 0.000 0.000 2000 0.000 0.000 2001 0.000 O.C00 2002 0.000 0.000 2003 0.001 0.000 2009 0.000 0.000 2005 0.019 0.000 200'0 0.002 0.000 2007 0.010 0.000 2008 0.009 0.000 2009 0.000 0.008 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0135 0.0079 2 O.C09'o 0.0000 3 C.0041 O.000C 9 0.0031 0.0000 5 0.0028 0.0000 6 G.0023 0.0000 7 0.0023 0.0000 8 0.0021 0.0000 9 0.0017 0.0000 10 0.0015 0.0000 11 0.0013 0.0000 12 0.0013 0.0000 13 0.0011 0.0000 14 0.0009 0.0000 15 0.0007 0.0000 1'0 0.0005 0.0000 17 0.0005 0.0000 18 0.0005 0.0000 i9 0.0005 0.0000 20 0.0005 0.0000 21 0.0003 0.0000 22 0.0003 0.0000 23 0.0003 0.0000 29 0.0003 0.0000 25 0.0002 0.0000 2'0 0.0002 0.0000 2_7 0.0002 0.0000 2B 0.0002 0.0000 29 0.0002 0.0000 30 0.0002 0.0000 31 0.0002 0.0000 32 0.0002 0.0000 33 0.0002 0.0000 39 0.0002 G.0000 35 0.0002 0.0000 36 0.0002 0.0000 37 0.0002 0.0000 38 0.0002 0.0000 39 C.0002 0.0000 90 0.0002 0.0000 41 0.0002 0.0000 92 0.0002 0.0000 43 0.0002 0.0000 94 0.0002 0.0000 95 0.0007_ 0.0000 46 0.0002 0.0000 97 0.0002 0.0000 48 0.0002 0.0000 49 0.0002 0.0000 50 0.0002 0.0000 51 0.0002 0.0000 52_ 0.0002 0.0000 53 0.0002 0.0000 POC #1 The Facility PASSED The Facility PASSED Flow (CFS) Predev Dev Percentage Pass/Fail 0.0002 707 4 0 Pass 0.0003 148 9 2 Pass 0.0003 120 4 3 Pass 0.0009 97 4 9 Pass 0.0005 80 4 5 Pass O.000S of 4 'o Pass O.000o 52 4 7 Pass 0.0007 98 4 8 Pass 0.0007 44 9 9 Pass 0.0008 38 4 10 Pass 0.0009 37 9 10 Pass 0.0009 34 4 11 Pass 0.0010 32 4 12 Pass 0.0011 30 4 13 Pass O.OC11 28 9 19 Pass 0.0012 7_'0 4 15 Pass 0.0013 25 4 1'o Pass O.OC13 21 9 19 Pass 0.0014 19 4 21 Pass 0.0015 18 9 7.2 Pass 0.0015 l0 4 25 Pass O.OOlo 16 4 25 Pass 0.0017 15 9 26 Pass 0.0017 13 4 30 Pass 0.0018 11 4 3o Pass 0.0019 9 9 44 Pass 0.0019 9 4 94 Pass 0.007.0 9 9 49 Pass 0.0021 9 2 22 Pass 0.0021 8 2 25 Pass 0.0022 7 2 28 Pass 0.0023 6 2 33 Pass 0.0023 5 2 90 Pass 0.0024 5 2 40 Pass 0.0025 5 2 40 Pass 0.0025 5 2 40 lass 0.0026 5 2 40 Pass 0.0027 5 2 40 Pass 0.0027 5 2 40 Pass 0.0028 4 2 5C Pass 0.0029 9 2 50 Pass 0.0029 4 2 50 Pass 0.0030 4 2 50 Pass 0.0031 4 2 50 Pass 0.0031 4 2 50 Pass 0.0032 3 2 66 Pass 0.0033 3 2 6o Pass 0.0033 3 2 66 Pass 0.0034 3 2 6o Pass 0.0035 3 2 66 Pass 0.0035 3 2 66 Pass 0.0030 3 2 '06 Pass 0.0037 3 2 6o Pass 0.0037 .3 2 '06 Pass 0.0038 3 2 66 Pass 0.0039 3 2 6o Pass 0.0039 3 2 66 Pass 0.0090 3 2 66 Pass 0.0041 3 2 06 Pass 0.0091 2 2 100 Pass 0.0092 2 2 100 Pass 0.0043 2 2 100 lass 0.0093 2 2 100 Pass 0.0044 2 2 100 Pass O.C095 2 2 100 Pass 0.0045 2 2 100 Pass 0.004'0 2 2 100 Pass 0.0097 2 2 100 Pass 0 .0047 2 2 100 Pass 0 .0043 2 2 100 Pass 0 .0099 2 2 100 Pass 0 .0049 2 2 100 Pass 0 .0050 7_ 2 1C0 Pass 0 .0051 2 2 100 Pass 0 .0051 2 2 100 Pass 0 .0052 7_ 2 100 Pass 0 .0053 2 2 100 Pass 0 .0053 2 2 100 Pass 0 .0059 2 7_ 100 Pass 0 .0055 2 2 100 Pass 0 .0055 2 2 100 Pass 0 .005'0 7_ 2 100 Pass 0 .0057 7_ 2 100 Pass 0 .0057 2 2 100 Pass 0. 0058 2 2 100 Pass 0. 0059 2 2 100 Pass 0. 0059 2 2 100 Pass 0. 00'00 2 2 100 Pass 0. 00'01 2 2 100 Pass 0. 0061 2 2 100 Pass 0. 0062 2 2 100 Pass 0. 0063 2 2 100 Pass 0. 0063 2 2 100 Pass 0. 0069 2 2 100 Pass 0. 0065 2 2 100 Pass 0. 0065 2 2 100 Pass 0. 0060 2 2 100 Pass 0. 0067 2 2 100 Pdss 0. 0067 2 2 100 Pass 0. 00'08 2 2 100 Pass Water Quality HMP Flow and Volume for POC 1. on-line facility volume: 0.0009 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.0078 cfs. ~ Sub Basin 1 Water Quality flow rate Of£-line facility target flow: 0.007 c£s. Adjusted for 15 min: 0.00"7 cfs. Perlnd and Implnd Changes No changes have been made. This program and accompanying documentation is provided 'as-is' without ~.varranty of any kind. The entire risk regarding the pe rfosmance and results of this program is assumed by the user. Clear Creek Solutions and the 4la shington State Department of Ecology disclaims all waxrantie s, either e:cpressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Aashington State Department of Ecology be Liable for any damages wha l'soever (including iai thout limitation to damages for loss of business orofits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this orogxam even if Clear Creek Solutions or the 47ashington State Department of Ecology has been advised of the possibility of such damages. Western Washington Hydrology Model PROJECT REPORT Project Name: sb2 Site Address: 415 E Ye1m Ave City Ye lm Report Date 5/31/2010 Gage Lake Lawrence '. Data Start 1955/10/01 Data End 2008/09/30 Precip Scale: 0.8'0 WWHM3 Version: PREDEVELOPED LAND USE Name SB2-PREDEV Bypass: No Groundwater: No Pervious Land Use Acres A B, Pasture, Flat .242 Impervious Land Use Acres Element Flows To: Surface Inter low Groundwater Name SB2-DEV Bypass: No Groundwater: No Pervious Land Use Acres A B, Lawn, Flat .116 Impervious Land Use Acres SIDEWALKS FLAT 0.004 PARKING FLAT 0.122 Element Flows To: Surface Interflow Groundwater SB2 Inf i.t tration Trench, SB2 Infiltration Trench, Name SB2 Infiltration Trench Bottom Length: 90ft. Bottom Width Eft. Trench bottom slope 1: 0.001 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer 0 Pour Space of material for first layer 0 Material thickness of second layer 0 Pour Space of material for second layer Material thickness of third layer 0 Pour Space of material for third layer 0 Infiltration On Infiltration rate 20 Infiltration saf tey factor 0.5 Discharge Structure Riser Height: 1.1 ft. Riser Diameter: 10 in. Element Flows To: Outlet 1 Outlet 2 C Gravel Trench Bed Hydraulic Table Stage (ft) Area (acx) Volume (a -f t) D h ( f9) I f'lt( f ) 0.000 0.006 0.000 0 .000 0 .000 0.013 0.006 0.000 0 .000 0 .056 0.027 0.006 0.000 0 .000 0 .056 0.040 0.006 0.000 0 .000 C .0o6 0.053 0.006 0.000 0 .000 0 .056 0.067 0.006 0.000 0 .000 0 .056 0.080 0.00'0 0.000 0 .000 0 .056 0.093 0.006 0.001 0 .000 0 .056 0.107 0.00'0 0.001 0 .000 0 .056 0.12.0 0.006 0.001 0 .000 0 .056 0.133 0.006 0.001 0 .000 0 .056 0.197 0.00`0 0.001 0 .000 0 .056 0.160 0.006 0.001 0 .000 0 .056 0.173 0.006 0.001 0 .000 0 .056 0.187 0.006 0.001 0 .000 0 .05'0 0.200 0.006 0.001 0 .000 0 .056 0.213 O.C06 0.001 0 .000 C .C55 0.227 0.006 0.001 0. 000 C .056 0.290 0.006 0.001 0. 000 0 .056 0.253 0.006 0.001 0. 000 0 .056 0.2'0'7 O.G06 0.001 0. 000 0 .056 C.280 0.006 0.002 0. 000 0 .056 0.293 0.006 0.002 0. 000 0 .056 0.307 0.006 0.002 0. 000 0. 056 0.320 0.006 0.002 0. 000 0. 056 0.333 O.OC'o 0.002 0. 000 0. 056 0.347 0.006 0.002 0. 000 0. 056 0.360 0.006 0.002 0. 000 0. 056 0.373 0.006 0.002 0. 000 0. 056 0.387 0.00'0 0.002 0. 000 0. 056 0.900 0.006 0.002 0. 000 0. 056 0.413 0.006 0.002 0. 000 0. 056 0.427 0.006 0.002 0. 000 0. 056 0.440 C.00'o 0.002 0. 000 0. 056 0.953 0.006 0.002 0. 000 0. 056 0.467 0.00'0 0.003 0. 000 O. OSo 0.980 0.006 0.003 0. 000 0. 05'0 0.993 0.006 0.003 0. 000 O. C56 0.507 0.006 0.003 0. 000 0. 05'0 0.520 0.006 0.003 0. 000 0. 056 0.533 0.00'0 0.003 0. 000 0. 056 0.547 0.00'a 0.003 0. 000 0. 05'0 0.5'00 0.006 0.003 C. 000 0. 056 0.573 0.006 0.003 0. 000 0. 05'0 0.587 0.006 0.003 0. 000 0. 05'0 0.600 0.006 0.003 0. 000 0. 05'0 0.'013 0.006 0.003 0. 000 0. 056 0.'027 0.006 0.003 0.000 0.056 0.640 O.OCO O.C09 0.000 0.056 0.653 0.00'0 0.009 0.000 0.056 0.667 0.00'0 0.004 C.000 0.056 0.680 0.006 0.009 0.000 0.05'0 0.'093 O.CC'o 0.004 0.000 0.05'0 0.707 0.006 0.009 0.000 0.056 0.720 0.006 0.004 0.000 0.056 0.733 0.00'0 0.009 0.000 0.056 0.747 0.006 0.009 0.000 0.056 0.7'00 0.006 0.009 0.000 0.056 0.773 0.00'0 0.009 0.000 0.056 0.787 0.006 0.004 0.000 0.056 0.800 0.006 0.004 0.000 O.C56 C.813 0.006 0.004 0.000 0.056 0.827 0.006 0.005 0.000 0.056 0.890 O.C06 0.005 0.000 0.056 0.853 0.00'0 0.005 0.000 0.056 0.8'07 0.006 0.005 0.000 0.056 0.880 0.006 0.005 0.000 0.056 0.893 0.006 0.005 0.000 0.056 0.907 0.006 0.005 0.000 0.056 0.920 0.006 0.005 0.000 0.056 0.933 0.006 0.005 0.000 0.05'0 0.947 0.006 0.005 0.000 0.05'0 0.960 0.006 0.005 0.000 0.056 0.973 0.006 0.005 0.000 0.056 0.987 0.006 0.005 0.000 0.056 1.000 0.006 0.006 0.000 0.056 1.013 0.006 0.006 0.000 0.056 1.027 0.006 0.006 0.000 0.05'0 1.090 0.006 0.006 0.000 0.056 1.053 0.006 0.006 0.000 0.056 1.067 0.006 0.006 0.000 0.056 1.080 0.006 G.006 0.000 O.G56 1.093 0.006 0.006 0.000 0.056 1.107 O.OC6 0.006 0.004 0.05'0 1.120 0.006 0.006 O.G23 0.056 1.133 0.006 0.006 0.049 0.056 1.147 0.006 G.006 0.082 0.056 1.160 0.00'0 0.006 0.119 0.05`0 1.173 0.006 0.006 0.161 0.056 1.187 0.006 0.007 0.207 0.056 1.200 0.006 0.007 0.257 0.056 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods £or Predeveloped. POC #1 Return Period Flow (cfs) 2 year 0. 000998 5 year 0. 003599 10 year 0. 007183 25 year 0. 015735 50 year 0. 02'0588 100 year 0. 043192 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow (efs) 2 year C 5 year 0 10 year C 25 year 0 50 year C 100 year C Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1957 0.002 0.000 1958 0.003 0.000 1959 0.001 0.000 1900 0.001 0.000 1901 0.001 0.000 19'02 0.002 0.000 19'03 0.000 0.000 1964 0.004 0.000 19'05 0.001 0.000 1966 0.002 0.000 1967 0.000 0.000 1968 0.001 0.000 1909 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.003 0.000 1973 0.005 0.000 1974 0.000 0.000 1975 0.001 0.000 1970 0.000 0.000 1977 0.001 0.000 1978 0.000 0.000 1979 0.002 0.000 1960 0.000 0.000 1981 C.001 0.000 1987_ 0.003 0.000 1983 0.002 0.000 1984 0.001 0.000 1985 0.000 0.000 198'0 0.000 0.000 1987 0.003 0.000 1988 0.002 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.010 0.000 1992 0.004 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1990 0.003 0.000 1997 0.005 0.000 1998 0.009 0.000 1999 0.007 0.000 20G0 0.000 0.000 2001 0.001 C.000 2002 0.000 0.000 2003 0.002 0.000 2004 0.000 0.000 2005 0.093 0.000 7.006 0.022 0.000 2007 0.017 0.000 2008 0.008 0.000 2009 0.002 0.009 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated '. 0.0432 O.C091 2 0.0215 0.0000 3 C.O1'c9 O.000O 9 0.0102 0.0000 5 0.0089 0.0000 0 0.0067 0.0000 7 C.0059 0.0000 8 0.0049 0.0000 9 0.0095 0.0000 10 0.0037 0.0000 11 0.0036 0.0000 12 C.0030 0.0000 13 0.0030 0.0000 19 0.0027 0.0000 15 0.002`0 0.0000 16 0.0025 0.0000 17 0.0024 0.0000 18 0.0023 0.0000 19 0.0023 0.0000 20 0.0022 0.0000 21 0.0020 0.0000 7.2 0.0017 0.0000 23 0.0017 0.0000 24 C.0017 0.0000 2.5 0.0013 0.0000 2'0 0.0012 0.0000 2'7 0.0011 0.0000 28 0.0010 0.0000 29 0.0008 0.0000 30 0.0008 0.0000 31 0.000'0 0.0000 32 0.0005 0.0000 33 0.0005 0.0000 34 0.0005 0.0000 35 0.0005 0.0000 3'0 0.0004 0.0000 37 0.0003 0.0000 38 0.0003 0.0000 39 0.0003 0.0000 40 0.0003 0.0000 9i 0.0002 0.0000 92 0.0002 0.0000 93 0.0002 0.0000 49 0.0002 0.0000 95 0.0002 0.0000 40 0.0002 0.0000 97 0.0002 0.0000 48 0.0002 0.0000 99 0.0002 0.0000 50 0.0007_ 0.0000 51 0.0007_ 0.0000 52 0.0002 0.0000 53 G.0002 0.0000 POC kl The Facility PASSED The Facility PASSED Flow (CFS) Predev Dev Percentage Pass/Fail 0. 0005 2'05 0 2 Pass 0. 0008 157 0 3 Pass C. 0010 109 0 5 Pass 0. 0013 75 0' 8 Pass 0.001'0 04 0 9 Pass 0.0013 57 '0 10 Pass 0.0021 49 '0 13 Pass 0.0023 38 '0 15 Pass 0.002'0 32 6 18 Pass 0.0029 2'0 '0 23 Pass 0.0031 24 6 25 Pass 0.0039 23 '0 20 Pass 0.0037 18 0' 33 Pass 0.0039 15 9 26 Pass O.C092 14 9 28 Pass 0.0095 13 9 30 Pass O.OC97 11 4 36 Pass 0.0050 10 4 90 Pass 0.0052 9 3 33 Pass 0.0055 8 3 37 Pass 0.0058 8 3 37 Pass 0.0060 7 3 92 Pass 0.0063 7 3 92 Pass 0.0066 7 2 28 Pass O.OOoB o 2 33 Pass 0.0071 0 2 33 Pass 0.0074 '0 2 33 Pass 0.0076 6 2 33 Pass 0.0079 0 1 10` Pass 0.0081 0 1 16 Pass 0.0089 6 1 16 Pass 0.0087 5 1 20 Pass 0.0089 5 1 20 Pass 0.0092 5 0 0 Pass 0.0095 5 0 0 Pass 0.0097 5 0 0 Pass 0.0100 5 0 0 Pass 0.0102 4 0 0 Pass 0.0105 4 0 0 Pass 0.0108 9 0 0 Pass 0.0110 4 0 0 Pass 0.0113 9 0 0 Pass O.Oilo 3 0 0 Pass O.C118 3 0 0 Pass 0.0121 3 0 0 Pass 0.0129 3 0 0 Pass 0.0126 3 0 0 Pass 0.0129 3 0 0 Pass 0.0131 3 0 0 Pass 0.0134 3 0 0 Pass 0.0137 3 0 0 Pass 0.0139 3 0 0 Pass 0.0192 3 0 0 Pass 0.0195 3 0 0 Pass 0.0147 3 0 0 Pass 0.0150 3 0 0 Pass 0.0153 3 0 0 Pass 0.0155 3 0 0 Pass 0.0158 3 0 0 Pass 0.01'0 3 0 0 Pass 0.01'03 3 0 0 Pass 0.07.00 3 0 0 Pass 0.0168 3 0 0 Pass 0.0171 2 0 0 Pass 0.0179 2 0 0 Pass 0.017'0 2 0 0 Pass 0.0179 2 0 0 Pass 0.0182 2 0 0 lass 0.0189 2 0 0 Pass 0.0187 2 0 0 Pass O.C189 2 0 0 Pass 0.0192 2 0 0 Pass 0.019 2 0 0 Pass O.C197 2 C 0 Pass C.0200 2 0 0 Pass 0.0203 2 0 0 Pass 0.0205 2 0 0 Pass 0.0208 2 0 0 Pass 0.0211 2 0 0 Pass 0.0213 2 0 0 Pass 0.0216 1 0 0 Pass 0.0218 1 0 0 Pass 0.0221 1 0 0 Pass 0.0229 1 0 0 Pass 0.0220 1 0 0 Pass 0.0229 1 0 0 Pass 0.07.32 1 0 0 Pass 0.0234 1 0 0 Pass 0.0237 1 0 0 Pass 0.0290 1 0 0 Pass 0.0292 1 0 0 lass 0.0245 1 0 0 Pass G.0297 1 0 0 lass 0.0250 1 0 0 Pass 0.0253 1 0 0 Pass 0.0255 1 0 0 Pass 0.0258 1 0 0 Pass 0.0261 1 0 0 Pass 0.0263 1 0 0 Pass 0.0?_66 1 0 0 Pass Water Quality BMP Flow and Volume for POC 1. On-line £acili ty volume: 0.0007 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.009 c£s. ~ Sub Basin 2 Water Quality flow rate Off-line facility target flow: 0.006'] cfs. Adjusted For 15 min: 0.0000"7 cfs. Perlnd and Implnd Changes No changes have been made. This program and accompanying documentation is prov.i ded 'as-is' without warranty of any kind. The entire risk regarding the performance and zesults of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology tlisclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without 1imiCation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if C1e ar Creek Solutions or the Washington State Department of Geology has been advised of the possibility of such damages. Western Washington Hydrology Model PROJECT REPORT Project Name: sb3 Site Address: 415 E Yelm Ave City Ye 1m Report Date 5/31/2010 Gage Lake Lawrence Data Start i955/10/O1 Data End 2008/09/30 Precip Scale: 0.8'0 WWHM3 Version: PREDEVELOPED LAND USE Name SB3-PREDEV Bypass: No Groundwater: No Pervious Land Use Acres A B, Forest, Flat .199 Impervious Land Use Acres Element Flows To: Surface Interflow Groundwater Name SB3-DEV Bypass: No Groundwater: No Pervious Land Use Acres A H, Lawn, Flat .089 ', Impervious Land Use Acres PARKING FLAT 0.11 Element Flows To: Surface Interflow Groundwater SB3 Infiltration Trench, SB3 Infiltration Trench, Name SB3 Infiltration Trench Bottom Length: 35ft. Bottom Width Eft. Trench bottom slope 1: 0.001 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer 0 Pour Space of material for first layer 0 Material thickness of second layer 0 Pour Space of material for second layer 0 Material thickness of third layer 0 Pour Space of material for third layer 0 Infiltration On Infiltration rate 20 Infiltration saftey factor 0.5 Discharge Structure Riser Height: 1.1 f~. Riser Diameter: 10 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage (£t) Area (acr) Volume (acr-£t) Dschrg (c£s) In£ilt( £ ) 0.000 0.005 0.000 0.000 0.000 0.013 0.005 0.000 0.000 0.099 0.027 0.005 0.000 0.000 0.049 0.040 O.COS 0.000 0.000 0.099 0.053 0.005 0.000 0.000 0.099 0.067 0.005 0.000 0.000 0.049 0.080 0.005 0.000 0.000 0.099 0.093 0.005 0.000 0.000 0.049 0.107 C.005 O.OC1 0.000 0.099 0.120 0.005 0.001 0.000 0.049 0.133 0.005 0.001 0.000 0.099 0.147 0.005 0.001 0.000 0.049 0.160 0.005 0.001 0.000 0.099 0.173 0.005 0.001 0.000 0.049 O.i87 0.005 O.C01 0.000 0.099 0.200 0.005 0.001 0.000 0.049 0.213 0.005 0.001 0.000 0.099 0.227 O.OCS 0.001 0.000 0.049 0.29C 0.005 0.001 0.000 0.099 0.253 0.005 0.001 0.000 0.049 0.267 0.005 0.001 0.000 0.099 0.280 0.005 0.001 0.000 0.049 0.293 0.005 O.OC1 0.000 0.099 0.307 0.005 0.001 0.000 0.099 0.320 0.005 0.002 0.000 0.049 0.333 0.005 0.002 0.000 0.099 0.397 0.005 O.OC2 0.000 0.049 0.360 0.005 0.002 0.000 0.099 0.373 0.005 0.002 0.000 0.099 0.387 0.005 0.002 0.000 0.049 0.900 0.005 0.002 0.000 0.099 0.913 0.005 0.002 0.000 0.049 C.927 0.005 0.002 0.000 0.099 0.490 0.005 0.002 0.000 0.049 0.953 O.OCS 0.002 0.000 0.049 0.467 0.005 0.002 0.000 0.049 0.480 0.005 0.002 0.000 0.049 0.493 0.005 0.002 0.000 0.099 O.SC7 0.005 0.002 0.000 0.099 0.520 0.005 0.003 0.000 0.099 0.533 0.005 0.003 0.000 0.099 0.547 0.005 0.003 0.000 0.099 0.560 0.005 0.003 0.000 0.049 0.573 0.005 0.003 0.000 0.099 0.587 C.005 O.OC3 0.000 0.049 0.600 0.005 0.003 0.000 0.099 0.613 0.005 O.C03 0.000 0.099 0.627 0.005 0.003 0.000 0.099 C.'o90 0.005 0 .003 0 .000 0 .099 0.653 0.005 0 .003 0 .000 0 .099 0.667 0.005 0 .003 0 .000 0 .099 0.680 0.005 0 .003 0 .000 0 .049 0.693 0.005 0 .003 0 .000 0 .0<]9 0.707 0.005 0 .003 0 .000 0 .049 0.72C 0.005 0 .003 0 .000 0 .099 0.733 0.005 0 .009 0 .000 0 .099 C.747 0.005 0 .009 0 .000 0 .049 0.7'00 0.005 0 .004 0 .000 0 .099 0.773 0.005 0 .009 0 .000 0 .099 0.787 0.005 0 .004 0 .000 0 .099 0.800 0.005 0 .009 0 .000 0 .049 0.813 0.005 0 .004 0 .000 0 .099 O.B27 0.005 0 .004 0 .000 0 .049 0.890 0.005 0 .009 0 .000 0 .099 0.853 0.005 0 .009 0 .000 0 .099 0.867 0.005 0. 004 0 .000 0 .049 0.880 0.005 0. 004 0 .000 0 .049 0.893 0.005 0. 004 0 .000 0 .049 0.907 0.005 0. 009 0 .000 0 .049 0.920 0.005 0. 009 0. 000 0 .049 0.933 0.005 0. 009 0. 000 0. 049 0.947 0.005 0. 005 0. 000 C. 049 0.9'00 0.005 0. 005 0. 000 0. 049 C.973 0.005 0. 005 0. 000 0. 099 0.987 0.005 0. 005 0. 000 0. 049 1.000 0.005 0. 005 0. 000 0. 099 1.013 0.005 0. 005 0. 000 0. 049 1.027 0.005 0. 005 0. 000 0. 099 1.090 0.005 0. 005 0. 000 0. 099 1.053 0.005 0. 005 0. 000 0. 099 1.067 0.005 0. 005 0. 000 0. 049 1.080 0.005 0. 005 0. 000 0. 049 1.093 6.005 0. 005 0. 000 C. 099 1.107 0.005 0. 005 0. 009 0. 099 1.120 0.005 0. 005 0. 023 0. 099 i. 133 0.005 0. 005 0. 099 0. 049 1.147 0.005 0. 006 0. 082 0. 099 1.160 O.COS 0. 006 C. 119 0. 049 1.173 0.005 0. 006 0. 161 0. 099 1.187 0.005 0. 006 0. 207 0. 099 1.200 0.005 0. 006 C. 257 0. 049 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow (c£s) 2 year 0. 000301 5 year 0. 000837 10 year 0. 001543 25 year 0. 003151 50 year 0. 005175 100 year 0. 008279 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow (efs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year p Yearly Peaks £or Predeveloped and Mitigated. POC #1 Year Predevelo ped Mitigated 1957 0.001 0.000 1958 0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 19'01 0.000 0.000 1962 0.001 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.000 0.000 1968 0.000 0.000 1909 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.001 0.000 1973 0.002 0.000 19'79 0.000 0.000 1975 C.001 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 O.C00 1985 C.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 C.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 O.OOi 0.000 1992 0.002 0.000 1993 0.000 0.000 1999 C.000 0.000 1995 0.000 0.000 199'0 0.001 0.000 1997 0.002 0.000 1998 0.002 0.000 1999 0.000 0.000 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.001 0.000 2009 0.000 0.000 2C05 0.010 0.000 2006 0.002 0.000 2007 0.007 0.000 2008 0.003 0.000 2009 0.000 0.002 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0103 0.0016 2 0.0073 0.0000 3 0.0031 0.0000 4 O.OC24 0.0000 5 0.0021 0.0000 6 0.0017 0.0000 7 O.OC17 0.0000 8 0.0016 0.0000 9 0.0013 0.0000 1C 0.0011 0.0000 11 O.OOiO 0.0000 12 O.OC10 0.0000 13 0.0008 0.0000 14 0.0007 0.0000 15 0.0006 0.0000 1'0 0.0004 0.0000 17 0.0004 0.0000 18 0.0004 0.0000 19 0.0009 0.0000 20 0.0003 0.0000 21 0.0003 0.0000 22 0.0002 0.0000 23 0.0002 0.0000 24 0.0002 0.0000 25 0.0002 0.0000 26 0.0002 0.0000 27 0.0002 0.0000 ?_8 0.0002 0.0000 29 0.0002 0.0000 30 0.0002 0.0000 31 0.0002 0.0000 32 0.0002 0.0000 33 0.0002 0.0000 34 0.0002 0.0000 35 0.0007_ 0.0000 36 0.0002 0.0000 37 0.0002 0.0000 38 0.0002 0.0000 39 0.0002 0.0000 40 0.0002 0.0000 91 0.0002 G.0000 42 0.0002 0.0000 93 0.0002 0.0000 99 0.0002 0.0000 45 0.0002 0.0000 96 0.0002 0.0000 47 0.0002 0.0000 98 0.0002 0.0000 49 0.0002 0.0000 50 0.0002 0.0000 51 0.0002 0.0000 52 0.0001 0.0000 53 0.0001 0.0000 PCC #1 The Facility PASSED The Facility PASSED Flow (CFS) Predev Dev Percentage Pass/Fail 0 .0002 717 2 0 Pass 0 .0002 148 2 1 Pass 0 .0003 120 2 1 Pass 0. 0003 97 2 2 Pass 0. 0004 80 2 2 Pass 0.0009 61 2 3 Pass 0.0005 51 2 3 nass 0.0005 48 2 9 Pass O.000o 49 2 4 Pass 0.0006 38 2 5 Pass C.0007 37 2 5 Pass 0.0007 39 2 5 Pass O.000B 32 2 6 Pass 0.0008 30 2 `o Pass 0.0009 28 2 7 Pass 0.0009 20 2 7 Pass 0.0010 25 2 8 Pass 0.0010 21 2 9 Pass O.CO11 19 2 10 Pass 0.0011 18 2 11 Pass 0.0012 16 2 12 Pass 0.0012 16 2 12 Pass 0.0013 14 2 19 Pass 0.0013 13 2 15 Pass 0.0019 11 2 18 Pass 0.0019 9 2 22 Pass 0.0015 9 2 22 Pass 0.0015 9 2 22 lass O.OOio 9 2 22 Pass O.OOlo 8 7_ 25 Pass 0.0017 7 0 0 Pass 0.0017 6 0 0 Pass 0.0018 5 0 0 Pass 0.0018 5 0 0 Pass 0.0019 5 0 0 Pass 0.0019 s 0 0 Pass 0.007.0 5 0 0 Pass 0.0020 5 0 0 Pass 0.0021 5 0 0 Pass 0.0021 4 0 C Pass 0.0022 4 0 0 Pass 0.0022 9 0 0 Pass 0.0023 4 0 0 Pass 0.0023 4 0 0 Pass 0.0029 4 0 0 Pass 0.0029 3 0 0 Pass 0.0025 3 0 0 Pass 0.0025 3 0 0 Pass 0.002'0 3 0 0 Pass 0.0020 3 0 0 Pass 0.0027 3 0 0 Pass 0.0027 3 0 0 Pass 0.0028 3 0 0 Pass 0.0028 3 0 0 Pass 0.0029 3 0 0 Pass 0.0029 3 0 0 Pass 0.0030 3 0 0 Pass 0.0030 3 0 0 Pass 0.0031 3 0 0 Pass 0.0031 2 0 0 Pass 0.0032 2 0 0 Pass 0.0032 7_ 0 0 Pass 0.0033 2 0 0 Pass 0.0033 2 0 0 Pass 0.0034 2 0 0 Pass 0.0034 2 0 0 Pass 0.0035 2 0 0 Pass 0.0030 2 0 0 Pass O.OC3o 2 0 0 Pass 0.0037 2 0 0 Pass 0.0037 2 0 0 Pass 0.0038 2 0 0 Pass 0.0038 2 0 0 Pass O.C039 2 0 0 Pass C.0039 2 0 0 Pass 0.0090 2 0 0 Pass 0.0040 2 0 0 Pass 0.0041 2 0 0 Pass 0.0041 2 0 C Pass 0.0042 2 0 0 Pass 0.0042 2 0 0 Pass 0.0093 2 0 0 Pass 0.0093 2 0 0 Pass 0.0049 2 0 0 Pass 0.0099 2 0 0 Pass 0.0095 2 0 0 Pass 0.0045 2 0 0 Pass 0.009'0 2 0 0 Pass 0.0090 2 0 0 Pass 0.0097 2 0 0 Pass 0.0097 2 0 0 Pass C.0098 2 0 0 Pass 0.0048 2 0 0 Pass 0.0099 2 0 0 Pass 0.0099 2 0 0 Pass 0.0050 2 0 0 Pass 0.0050 2 0 0 Pass 0.0051 2 0 0 Pass 0.0057. 2. 0 0 Pass 0.0052 2 0 0 Pass Water Quality HMP Flow and Volume for POC 1. On-line facility volume: 0 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.001'o cfs. ~ Sub Basin 3 Water Quality flow rate Off-line facility target flow: 0.0019 cfs. Adjusted for 15 min: 0.0019 cfs. Perlnd and Implnd Changes No changes have been made. This program and accompanying documentation is pzovided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the :~a shington State Department of Ecology disclaims all warranties, either expressed or implied, inc.l uding but not limited to implied warranties of program antl accompanying documentation. In no event shall C1eaz Creek Solutions and/or Che :Vashington State Department of Ecology be liable for any damages :vhatsoever (including without limitation to tlama ges for loss of business ozofits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the [aashi ngt on State Department of Geology has been advised of the possibility oP such damages. Western Washington Hydrology Model PROJECT REPORT Project Name: sb9 Site Address: 915 E Yelm Ave City Yelm Report Date 0/1/2010 Gage Lake Lawrence Data Start 19s5/10/O1 Data End 2008/09/30 Precip Scale: 0.86 WWHM3 Version: PREDEVELOPED LAND USE Name SB9-PRE DEV Bypass: No Groundwater: No Pervious Land Use Acres A B, Forest, Flat .063 Impervious Land Use Acres Element Flows To: Surface Inter low Groundwater Name SB4-DEV Bypass: No GroundWa ter: No Pervious Land Use Acres A B, Lawn, Flat .023 Impervious Land Use Acres ROOF TOPS FLAT 0.02 PARKING FLAT 0.02 Element Flows To: Surface Interflow Groundwater SB9 Infiltration Trench, SB4 Infiltration Trench, Name SB4 Infiltration Trench Bottom Length: 12.1ft. Bottom Width Eft. Trench bottom slope 1: 0.001 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer 0 Pour Space of material for first layer 0 Material thickness of second layer 0 Pour Space of material for second layer Material thickness of third layer 0 Pour Space of material for third layer 0 Infiltration On Infiltration rate 20 Infiltration saf tey factor 0.5 Discharge Structure Riser Height: 1.1 ft. Riser Diameter: 10 in. Element Flows To: Outlet 1 Outlet 2 0 Gravel Trench Hed Hydraulic Table Stage (f t) Area (acr) Volume (a -f t) Ds h ( £ ) I f'lt( £s) 0.000 0.002 0.000 0.000 0.000 0.013 0.002 0.000 0.000 0.017 0.027 0.002 0.000 0.000 0.017 0.090 0.002 0.000 0.000 0.017 0.053 0.002 0.000 0.000 0.017 0.067 0.002 0.000 0.000 O.Oi7 0.080 0.002 0.000 0.000 0.017 0.093 0.00?_ 0.000 0.000 0.017 0.10'7 0.002 0.000 0.000 0.017 0.120 0.002 0.000 0.000 0.017 0.133 0.002 0.000 0.000 0.017 0.197 0.002 0.000 0.000 0.017 0.1'00 0.002 0.000 0.000 0.0'_7 0.173 0.00?_ 0.000 0.000 0.017 0.187 0.002 0.000 0.000 0.017 0.200 0.002 0.000 0.000 0.017 0.213 0.002 0.000 0.000 0.017 0.227 0.002 0.000 0.000 0.017 0.240 0.002 0.000 0.000 0.017 0.253 C.002 0.000 O.OOG C.017 0.267 0.002 0.000 0.000 0.017 0.280 O.GC2 0.000 C.000 0.017 0.293 0.002 0.000 0.000 0.017 0.307 0.002 0.001 0.000 0.017 0.320 0.002 0.001 0.000 0.017 0.333 0.002 0.001 0.000 0.017 0.397 0.002 0.001 0.000 0.017 0.3'00 0.002 0.001 0.000 0.017 0.373 0.002 0.001 0.000 0.017 0.387 0.002 C.001 0.000 0.017 0.900 0.002 0.001 0.000 0.017 0.413 0.002 0.001 0.000 0.017 0.927 0.002 0.001 0.000 0.017 0.440 0.002 0.001 0.000 0.017 0.953 0.002 0.001 0.000 0.017 0.967 0.002 0.001 0.000 0.017 0.480 0.002 0.001 0.000 0.017 0.993 0.007_ 0.001 0.000 0.017 0.507 0.002 0.001 0.000 0.017 0.520 0.002 0.001 0.000 0.017 C.533 0.002 0.001 0.000 C.017 0.547 0.002 0.001 0.000 0.017 0.5'00 0.002 0.001 0.000 0.017 0.573 0.002 0.001 0.000 0.017 0.587 0.002 O.OC1 0.000 0.017 0.600 0.002 0.001 0.000 0.017 0.613 0.002 0.001 0.000 O.Oi7 o.6v o.oa2 0.001 O.ooo 0 .017 0.640 0.002 0.001 0.000 0 .017 0.653 0.002 C.001 0.000 0 .017 0.667 0.002 0.001 0.000 0 .017 0.680 0.002 0.001 0.000 0 .017 0.693 0.002 0.001 0.000 0 .017 0.707 0.002 0.007. 0.000 0 .017 0.720 0.002 0.001 0.000 0 .017 0.733 0.002 0.001 0.000 0 .017 0.747 0.002 0.001 0.000 0 .017 0.70'0 0.002 0.001 0.000 0 .017 0.773 0.002 0.001 0.000 0 .017 0.787 0.002 0.001 0.000 0 .017 0.800 0.002 O.OCl 0.000 0 .017 0.813 0.002 0.001 0.000 0 .017 0.827 0.002 0.001 0.000 0 .017 0.840 0.002 0.001 0.000 0 .017 0.853 0.002 0.001 0.000 0 .017 0.867 0.002 0.001 0.000 0 .017 0.880 0.002 0.001 0.000 0 .017 0.893 0.002 0.001 0.000 0 .017 0.907 0.002 0.002 0.000 0. 017 0.920 0.002 0.002 0.000 0. 017 0.933 0.002 0.002 0.000 0. 017 0.947 0.002 0.002 0.000 0. 017 0.960 0.002 0.002 0.000 0. 017 0.973 0.002 0.002 0.000 0. 017 0.987 0.002 0.002 0.000 0. 017 1.000 0.002 0.002 0.000 0. 017 1.Oi3 0.002 0.002 0.000 0. 017 1.027 0.002 0.002 0.000 0. 017 1.C40 0.002 0.002 0.000 0. 017 1.053 0.002 0.002 0.000 0. 017 1.067 0.002 0.002 0.000 O. O:L7 1.080 0.002 0.002 0.000 0. 017 1.093 0.002 0.002 0.000 0. 017 1.107 0.002 0.002 0.004 0. 017 1.120 0.002 0.002 0.023 0. 017 1.133 0.002 0.002 0.099 0. 017 1.147 0.002 O.OC2 0.082 0. 017 l.l'a0 0.002 0.002 0.119 0. 017 1.173 0.002 0.002 0.161 O. C17 1.18'7 0.002 0.002 0.207 0. 017 1.200 0.002 0.002 0.25'7 0. 017 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow (cfs) 2 year 0 .000095 5 year 0 .000265 10 year 0 .000488 25 year 0. 000998 50 year 0. 001638 100 year 0. 002621 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow (efs) 2 year 0 5 year 0 10 year 0 25 year p 50 year p 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mi ti ated 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.000 1962 0.000 0.000 1963 0.000 0.000 19'04 0.000 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.000 0.000 19'08 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 1973 0.001 0.000 1979 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 O.OOi 0.000 1993 0.000 0.000 1999 0.000 0.000 1995 0.000 0.000 199E 0.000 0.000 1997 0.001 0.000 1998 0.001 0.000 1999 0.000 0.000 2000 0.000 0.000 2001 0.000 0.000 7.002 0.000 0.000 2003 0.000 0.000 2009 0.000 0.000 2005 0.003 0.000 2006 0.001 0.000 2007 0.002 0.000 2008 0.001 0.000 2009 0.000 0.001 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0033 0.0013 2 0.0023 0.0000 3 0.0010 0.0000 9 0.0008 0.0000 5 0.0007 0.0000 6 O.000o 0.0000 7 0.0005 C.0000 8 0.0005 0.0000 9 0.0004 C.0000 10 0.0009 0.0000 11 0.0003 0.0000 12 0.0003 0.0000 13 0.0003 0.0000 19 0.0002 0.0000 15 0.0002 0.0000 16 0.0001 0.0000 17 0.0001 0.0000 18 0.0001 0.0000 19 O.000i 0.0000 20 0.0001 0.0000 21 0.0001 0.0000 22 0.0001 0.0000 23 0.0001 0.0000 24 0.0001 0.0000 25 0.0001 0.0000 26 0.0001 0.0000 27 0.0001 0.0000 28 0.0001 0.0000 29 0.0001 0.0000 30 0.0001 0.0000 31 0.0001 0.0000 32 0.0001 0.0000 33 0.0001 0.0000 39 0.0001 0.0000 35 0.0001 0.0000 3'0 0.0001 0.0000 37 0.0001 0.0000 38 0.0001 0.0000 39 0.0001 0.0000 40 O.000C 0.0000 91 0.0000 0.0000 42 0.0000 0.0000 93 0.0000 0.0000 99 0.0000 0.0000 45 0.0000 0.0000 90 0.0000 0.0000 47 0.0000 0.0000 98 0.0000 0.0000 49 0.0000 0.0000 50 0.0000 0.0000 51 0.0000 0.0000 52 0.0000 0.0000 53 0.0000 0.0000 POC #1 The Facility PASSED The Facility PASSED Flow (CFS) Predev Dev Percentage Pass/Fail 0 .0000 805 4 0 Pass 0 .0001 149 4 2 Pass 0 .0001 120 9 3 Pass 0 .0001 97 4 4 Pass 0.0001 80 9 5 Pass 0.0001 61 4 'o Pass 0.0001 52 9 7 Pass 0.0002 99 4 8 Pass 0.0002 94 9 9 Pass 0.0002 38 9 10 pass 0.0002 37 9 10 Pass 0.0002 39 4 11 Pass 0.0002 32 4 12 Pass 0.0003 30 4 13 Pass 0.0003 28 4 14 Hass 0.0003 20 4 15 Pass 0.0003 25 9 16 Pass 0.0003 22 4 1B Pass 0.0003 19 9 21 Pass 0.0004 18 4 22 Pass 0.0009 16 9 25 Pass 0.0004 1'0 4 25 Pass 0.0009 15 4 26 Pass 0.0004 13 4 30 Pass 0.0004 11 9 36 Pass 0.0004 9 9 44 Pass 0.0005 9 9 94 Pass 0.0005 9 9 44 Pass 0.0005 9 4 99 Pass 0.0005 8 9 50 Pass 0.0005 7 9 57 Pass 0.0005 6 2 33 Pass 0.0006 5 2 40 Pass 0.0006 5 2 40 Pass 0.0006 5 2 40 Pass 0.0006 5 2 90 Pass 0.0006 5 2 40 Pass 0.0006 5 2 40 Pass 0.0007 5 2 40 Fass 0.0007 4 2 50 Pass 0.0007 9 2 50 Pass 0.0007 4 2 50 Pass 0.0007 9 2 SC Pass 0.0007 4 2 50 Fass 0.0008 9 2 50 Pass 0.0008 3 2 66 Pass 0.0008 3 2 66 Pass 0.0008 3 2 66 Pass 0.0008 3 2 66 Pass 0.0008 3 2 6'o Pass 0.0009 3 2 66 Pass 0.0009 3 2 66 Pass 0.0009 3 2 66 Pass 0.0009 3 2 66 Pass 0.0009 3 2 66 Pass 0.0009 3 2 66 Pass 0.0009 3 2 66 Pass 0.0010 3 2 66 Pass 0.0010 3 2 66 Pass 0.0010 2 2 100 Pass 0.0010 2 2 100 Pass 0.0010 2 2 100 Pass 0.0010 2 2 100 Pass 0.0011 2 2 100 Pass 0.0011 2 2 100 Pass 0.0011 2 2 100 Pass O.GOil 2 2 100 Pass 0.0011 2 2 100 Pass 0.0011 2 2_ 100 Pass C.CCi2 2 2 100 Pass C.OOi2 2 2 100 Pass 0.0012 2 2 100 Pass 0.0012 2 2 100 Pass 0.0012 2 2 lOC Pass 0.0012 2 2 100 Pass 0.0013 2 2 100 Pass 0.0013 2 2 100 Pass 0.0013 2 2 100 Pass 0.0013 2 2 100 Pass 0.0013 7_ 2 100 Pass 0.0013 2 2 100 Pass 0.0013 2 0 0 Pass 0.0014 2 0 0 Pass 0.0019 2 0 0 Pass 0.0014 2 0 0 Pass 0.0014 2 0 0 Pass 0.0019 2 0 0 Pass 0.0014 2_ 0 0 Pass 0.0015 2 0 0 Pass 0.0015 2 0 0 Pass 0.0015 2 0 0 Pass 0.0015 2 0 0 Pass 0.0015 2 0 0 Pass 0.0015 2 0 0 Pass O.OC16 2 0 0 Pass 0.001'0 2 0 0 Pass 0.001'0 2 0 0 Pass O.OOio 2 0 0 Pass 0.0016 2 0 0 Pass 0.0016 2 0 0 Pass Water Quality HhIl> Flow and Volume for POC 1. On-line facility volume: 0 acre-feet On-line facility target flow: 0.01 efs. Adjusted for 15 min: 0.0013 ifs. . Sub Basin 4 Water Quality flow rate Off-line facility target flow: 0.0011 c£s. Adjusted for 15 min: 0.0011 cfs. Perlnd and Implnd Changes No changes have been made. This program and accompanying documentation is provided 'as -is' without ~.aarranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the 47a shi ngton State Department of Ecology disclaims all wawa rties, either expressed or implied, including but not limited to implied '.warranties of program and accompanying documentation, In no event shall Clear Creek Solutions and/or the 4ashington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of. the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the Possibi.t ity of such damages.